高速公路路基路面綜合設(shè)計方案

1、chengnan college of cust 畢業(yè)設(shè)計（論文）題目： 湖南省永州至藍(lán)山高速公路 k78+600k80+700段路基路面綜合設(shè)計摘要 本次畢業(yè)設(shè)計主要任務(wù)是對永州至藍(lán)山高速公路k78+600-k80+700段進(jìn)行路基路面綜合設(shè)計。該路段全長2100m，雙向四車道，設(shè)計車速100km/h，路基寬26m，屬于比較典型的山區(qū)高速公路。我們所做的工作主要包括：路線設(shè)計、路基工程設(shè)計、路基工程設(shè)計和橋梁涵洞的布設(shè)四部分。整個設(shè)計過程嚴(yán)格按照最新規(guī)范，手冊進(jìn)行，設(shè)計過程力求原理、方法和公式計算準(zhǔn)確，對應(yīng)的圖紙、表格滿足相關(guān)編制辦法的要求。此外，英文翻譯及計算機程序設(shè)計也是本次設(shè)計的重要組

2、成。本次設(shè)計不但讓我們熟悉了公路設(shè)計的基本原理、方法和設(shè)計步驟，而且也讓我們對大學(xué)四年所學(xué)知識進(jìn)行了一次全面的總結(jié)。關(guān)鍵詞：畢業(yè)設(shè)計；永州至藍(lán)山高速公路；路基路面；翻譯；編程abstract the main task of this graduation design is the comprehensive design of subgrade and pavement of yongzhou to lanshan expressway k68+100-k70+200. the section of full-length 2100m, two-way four driveway, des

3、ign speed of 100km/h, the roadbed width 26m, belongs to the typical mountainous expressway. our work mainly includes: route design, subgrade engineering design, design of subgrade and bridge culvert layout four. the whole design process is strictly in accordance with the latest specification manual,

4、 design process, to principle, method and accurate calculating formula, the corresponding drawings, form to meet the relevant measures for requirements. in addition, english translation and computer program design is the design of the important. the design not only makes us familiar with the basic p

5、rinciples, methods and steps of design of highway design, but also let us to the university four years learning conducted a comprehensive summary.keywords: graduation design; yongzhou to lanshan expressway subgrade and pavement; translation; programming;目錄第一章 線形設(shè)計61.1 平面線形設(shè)計61.2 縱斷面設(shè)計71.3 平縱線形組合設(shè)計8第

6、二章 邊坡穩(wěn)定性分析92.1 汽車荷載當(dāng)量換算92.2 簡化bishop 法求穩(wěn)定系數(shù)k.10第三章 擋土墻設(shè)計與驗算.213. 1 設(shè)計資料.213. 2 墻背土壓力計算.223.3 墻身截面性質(zhì)計算。.26第四章 排水設(shè)計.29.4. 1 路基排水設(shè)計規(guī)定.294. 2 排水設(shè)施的設(shè)置.304. 3 路基排水綜合設(shè)計.304. 4 路塹邊溝驗算.304.5 攔水帶設(shè)計驗算溝渠橫斷面設(shè)計按照最佳橫斷面法（即固定了縱坡和允許最大流速）31第五章 水泥混凝土路面325.1 水泥混凝土路面設(shè)計總則325.2 結(jié)構(gòu)組合設(shè)計原則325.3 交通量計算325.4 交通參數(shù)分析335.5 路面結(jié)構(gòu)組合設(shè)計

7、335.6 路面結(jié)構(gòu)計算335.7 水泥混凝土路面結(jié)構(gòu)設(shè)計及方案比選原則與總結(jié)54第六章 瀝青路面設(shè)計576.1 據(jù)交通量確定累計標(biāo)準(zhǔn)軸次576.2 瀝青路面結(jié)構(gòu)組合設(shè)計576.3 瀝青路面結(jié)構(gòu)計算586.4 瀝青路面方案比選77參考文獻(xiàn)78致 謝81 第一章線形設(shè)計1.1 平面線形設(shè)計 道路平面線形設(shè)計，是根據(jù)汽車行駛的力學(xué)性質(zhì)和行駛的軌跡要求，合理地確定各線形的幾何參數(shù)，保持線形的連續(xù)性和均衡性，避免采用長直線，并注意使線形與地形、地物、環(huán)境和景觀等協(xié)調(diào)。在設(shè)計中注意直線的長度符合規(guī)范要求，對于同反向曲線間的直線要滿足直線最小長度要求。規(guī)范規(guī)定當(dāng)設(shè)計速度60km時，同向直線最小長度以不小于

8、設(shè)計速度的六倍為宜。對于反向曲線間的直線不應(yīng)小于設(shè)計速度的兩倍為宜。對于圓曲線半徑的選擇應(yīng)遵循如下原則：在地形條件許可的情況，應(yīng)力求是半徑盡可能接近不設(shè)超高最小半徑；選取半徑時，最大半徑值一般不應(yīng)超過10000m.1.1.1 平曲線要素的計算已知：jd1樁號為: k79+002.560，圓曲線半徑r=1600m，轉(zhuǎn)角= 393651.7(y)，緩和曲線ls=260。計算：切線角：0=28.6479ls/r =28.6479260/1600 =4.655切線增值：q=ls/2=260/2=130m內(nèi)移值：p=ls/(24r)= 260/(241600) =1.76m切線總長：t=(r+p)tg/

9、2+q=（1600+1.76）0.827+130=1454.655m曲線總長：lh=(20)r/180+2ls=(393651.724.655)1600/180+520=1366.257m超距：d=2tl=21454.6551366.257=1383.053m各主點樁號：直緩點樁號：zh=jdt= k79+002.5601454.655= k77+547.905緩圓點樁號：hy=zh+ls= k77+547.905+260= k77+807.905圓緩點樁號為：yh=hy+lh2ls= k77+807.905+13666.257520 = k78+654.162緩直點樁號為：hz=yh+ls=

10、 k78+654.162+260= k78+914.162曲中點樁號為：qz=hzlh/2= k78+914.1621366.257/2=k78+231.0335交點樁號：jd=qz+= k79+002.560（校核）。驗算與交點樁號一樣，設(shè)計合格。1.2 縱斷面設(shè)計1.2.1 縱坡設(shè)計的原則縱斷面設(shè)計首先要注意坡度的選擇符合各級道路規(guī)定的最大坡度。本次設(shè)計公路為100km/h，根據(jù)規(guī)定允許最大坡度為6%,合成坡度不能大于10.5%。其次為了保證排水，防止水滲入路基影響穩(wěn)定性，應(yīng)設(shè)置不小于0.3%的縱坡，最小合成坡度不宜小于0.5%。相鄰豎曲線銜接時應(yīng)注意：（1）同向豎曲線：特別是兩同向凹曲線

11、間如果直線坡段不長，應(yīng)合并為單曲線或復(fù)曲線形式的豎曲線，避免出現(xiàn)斷背曲線。（2）反向豎曲線：反向豎曲線間應(yīng)設(shè)置一段直線坡段，直線坡段的長度一般不小于設(shè)計速度的3秒行程。以使汽車從失重渡到增重有一個緩和段。本組設(shè)計從k78+600- k80+700共2100m設(shè)置5個變坡點。變坡點的樁號為k78+640 ，設(shè)計高程為285.22，豎曲線半徑r1=571.1442m，i1= 3.98%，i2=-0.940%， w1= i1i2 = 4.92%為凸形曲線。豎曲線一： 曲線長 l1=r1w1=574.14423%=40.848m 切線長 t1=l1/2=40.8482=20.424m 外距 e1=t/

12、(2r1)=20.424 （2571.1442）=0.365m變坡點2的樁號為k78+980，設(shè)計高程為282.02，豎曲線半徑r2=12000m，i1=-0.940%，i2=2.830%，w1= i1i2=-3.77%為凹曲線。豎曲線二： 曲線長 l2=r2w1=120003.77%=452.4m 切線長 t1=l1/2=452.42=226.2m 外距 e1=t/(2r1)=226.2 （212000）=2.13m變坡點3的樁號為k79+380，設(shè)計高程為293.3408，豎曲線半徑r3=20000m，i1=2.830%，i2=1.156%，w1= i1i2=1.674%為凸曲線。豎曲線三

13、： 曲線長 l2=r2w1=200001.674%=334.8m 切線長 t1=l1/2=334.82=167.4m 外距 e1=t/(2r1)=167.4 （220000）=0.7m變坡點4的樁號為k80+020，設(shè)計高程為300.7388，豎曲線半徑r4=10000m，i1=1.156%，i2=-1.032%，w1= i1i2=2.188%為凸曲線。豎曲線四： 曲線長 l1=r4w1=100002.188%=218.8m 切線長 t1=l1/2=218.82=109.4m 外距 e1=t/(2r1)=109.4 （210000）=0.598m變坡點5的樁號為k80+580，設(shè)計高程為294

14、.9586，豎曲線半徑r5=3000m，i1=-1.032%，i2=4.525%，w1= i1i2=-5.557%為凹曲線。豎曲線五： 曲線長 l1=r5w1=30005.557%=166.71m 切線長 t1=l1/2=218.82=83.355m 外距 e1=t/(2r1)=83.355 （23000）=1.158m1.2.2 豎曲線要點樁號及高程的計算豎曲線一：起點樁號 = k78+640t1= k78+619.576終點樁號 = k78+640t1= k78+660.424變坡點一對應(yīng)樁號設(shè)計高程 = 284.85豎曲線一起點設(shè)計高程 = 283.78m豎曲線一終點設(shè)計高程 = 285

15、.23m豎曲線二：起點樁號 = k78+980t= k78+753.8終點樁號 = k78+980t= k79+206.2變坡點一對應(yīng)樁號設(shè)計高程 = 282.0218豎曲線一起點設(shè)計高程 = 284.12m豎曲線一終點設(shè)計高程 = 288.41m豎曲線三：起點樁號 = k79+380t= k79+212.6終點樁號 = k79+380t= k79+547.4變坡點一對應(yīng)樁號設(shè)計高程 = 293.3408豎曲線一起點設(shè)計高程 = 288.64m豎曲線一終點設(shè)計高程 = 295.25m豎曲線四：起點樁號 = k80+020t= k79+910.6終點樁號 = k80+020t= k80+129.

16、4變坡點一對應(yīng)樁號設(shè)計高程 = 300.7388豎曲線一起點設(shè)計高程 = 299.41m豎曲線一終點設(shè)計高程 = 299.58m豎曲線五：起點樁號 = k80+580t= k80+496.645終點樁號 = k80+580t= k80+663.355變坡點一對應(yīng)樁號設(shè)計高程 = 294.9586豎曲線一起點設(shè)計高程 = 295.86m豎曲線一終點設(shè)計高程 = 298.82m1.3 平縱線形組合設(shè)計盡管平縱線形設(shè)計均是按照標(biāo)準(zhǔn)進(jìn)行設(shè)計，但若平縱線形組合不好，不僅有限于其優(yōu)點的發(fā)揮，而且會加劇兩方面的缺點，造成行車上的危險，也就不能獲得最優(yōu)的立體線形、平縱線形的合理設(shè)計。因此平縱組合設(shè)計要注意以下

17、幾點要求：（1）當(dāng)豎曲線與平曲線組合時，豎曲線宜包含在平曲線之內(nèi)，切平曲線應(yīng)稍長與豎曲線。這種布置的優(yōu)點是：當(dāng)車輛駛?cè)氚夹星€的頂點之前，即能清楚的看到平曲線的始端，辯明轉(zhuǎn)彎的走向，不致因判斷錯誤而發(fā)生交通事故。（2）要保持平曲線和豎曲線大小的均衡，這樣有利于駕駛員視覺上的均衡。（3）要選擇適當(dāng)?shù)暮铣善露?。本段設(shè)計中豎曲線變坡點的起點和終點基本落在平面曲線的緩和曲線內(nèi)，平縱組合符合設(shè)計要求。 第二章 邊坡穩(wěn)定性分析取k75+920段橫斷面做路堤邊坡穩(wěn)定性驗算。路基左側(cè)填土高度12.49m，頂寬26m，路基填土為粘性土，土粘聚力為20kpa，內(nèi)摩擦角為25，邊坡坡度采用1：1.5。由于填方邊坡要

18、受到路基頂部車輛荷載的影響，在進(jìn)行穩(wěn)定性驗算時要先化為換算土柱高度。容重為=18kn/m3，荷載為公路i級。其橫截面初步擬定如圖1所示：圖2-1 k21+940橫斷面圖2.1 汽車荷載當(dāng)量換算 將車輛荷載換算成土柱高（當(dāng)量高度）。車輛按最不利情況排列，即假設(shè)一輛車停在硬路肩上，另兩輛以最小間距d=0.6m與它并排。按以下公式換算土柱高度為：=式中： n橫向分布并列的車輛數(shù)，因為按最不利布載，中線每邊各布3 輛，取n=4； q每一輛重車的重力（標(biāo)準(zhǔn)車輛荷載為550kn）； l前后輪最大軸距，按公路工程技術(shù)標(biāo)準(zhǔn)（jtg b012003）規(guī)定對于標(biāo)準(zhǔn)車輛荷載為12.8m；r路基填料的容重；b荷載橫向

19、分布寬度，表示如下：b=nb+（n-1）m+d式中：b后輪輪距，取1.8m；m相鄰兩輛車后輪的中心間距，取1.3m；d輪胎著地寬度，取0.6m則：b=nb+（n-1）m+d=31.8+(3-1)1.3+0.6=8.6m故按雙向布6輛車，布滿行車道時，h=(3550)/(188.612.8)=0.83m2.2 簡化bishop 法求穩(wěn)定系數(shù)k2.2.1 最危險圓弧圓心位置的確定以坡腳為坐標(biāo)原點，按4.5h 法初定滑動圓心輔助線： （1）由表查得：=26， =35,以坡角為圓心將ab線逆時針旋轉(zhuǎn)26，再以b點為圓心，bc為基線，旋轉(zhuǎn)35，兩直線交于f點；（2）量得坡角到路面的距離h=12.49m，

20、由坡角向下做垂線，量取路堤高h(yuǎn)=12.49+0.83=13.32m得d點；（3）由c 點向右引水平線，在水平線上截取4.5h=53.28m得e點；（4）連接點e、f得直線ef，即為滑動圓心輔助線；（5）繪出五條不同的位置的滑動曲線；（6）將圓弧范圍土體分成若干段；（7）算出滑動曲線每一分段中點與圓心豎曲線之間的偏角; sin=式中：x分段中心距圓心豎直線的水平距離，圓心豎曲線左側(cè)為負(fù)，右側(cè)為正； r滑動曲線半徑m 最危險滑動面圓心的確定如圖2所示：圖2-2 最危險圓弧圓心位置的確定圖示 2.2.2 用簡化畢紹普法求穩(wěn)定系數(shù)fs通過計算選中的五個圓心點對應(yīng)的安全系數(shù)ki,得到最小值k 和對應(yīng)的圓

21、心點，再進(jìn)行驗算。計算ki 時，采用簡化bishop 法，并假設(shè)滑動面通過坡腳。簡化bishop 法需要迭代，先假設(shè)一個k 值進(jìn)行反復(fù)帶入計算（具體迭代過程見表）。簡化畢肖普法的計算公式如下： -第i土條底滑面的傾角；-第i土條垂直方向外力；-系數(shù)，按計算；-第i土條滑弧面所在地基土層的內(nèi)磨檫角和粘結(jié)力；-滑動圓弧全長； -第i土條寬度； -第i土條路堤部分的重力； -第i條土地基部分的重力； u-地基平均固結(jié)度，根據(jù)地基情況，此處取u=1。 (1)在圓心輔助線上取圓心點o1，作半徑為r1=29.51m圓弧滑動面，對滑動面范圍內(nèi)的土體按斷面形式將滑動面分為11個土條，如圖2-3 驗算其穩(wěn)定性，

22、計算結(jié)果見表2-1。2-3 圓心為o1的滑動面示意圖表2-1 土坡穩(wěn)定性計算表土條號li面積wisincoswi*sinwi*tanci*li*cos14.197.72138.96-0.330.9455-45.85664.75579.23224.0921.12380.16-0.190.982-72.230177.1580.32733.9432.08577.44-0.050.9986-28.872269.0878.689641.1210.7192.60.040.99947.70489.7522.386551.514.73265.140.070.997618.559123.5529.92864.0

23、243.04774.720.160.9877123.955361.0179.411074.2450.16902.880.290.9563261.835420.7481.094284.4154.48980.640.440.8988431.481456.9779.274194.9450.52909.360.570.8192518.335423.7680.9369105.6637.64677.520.7070.7071479.006315.7280.0437118.5818.57334.260.8480.5299283.452155.7690.93081977.37mi(=cos+sin*tan/k

24、)(wi*tan+c*li*cos)/mirtank1=1k2=1.8k3=1.921k=1k2=1.8k3=1.9210.79170.860.865448181.86167.41166.374329.51250.4660.89340.930.935909288.18276.02275.1144250.4660.97530.980.986471356.58352.83352.5464250.4661.01801.01.009103110.15111.05111.1265250.4661.03021.011.014581148.98151.10151.2775250.4661.06221.021

25、.026513414.61427.96429.055250.4661.09141.031.02664459.792486.56488.8101250.4661.10381.01271.005536485.80529.52533.3250.4661.08480.960.957472465.23522.04527.1161250.4661.03650.890.878605381.80444.61450.4502250.4660.92500.740.73561266.67329.17335.3627250.4663559.713798.33820.5331.80021.921.932128mi(=c

26、os+sin*tan/k)(wi*tan+c*li*cos)/mirtank1=1.932k2=1.933k3=1.933k=1.932k2=1.933k3=1.9330.865900.8659450.865945166.286166.27166.278829.51250.4660.936170.9361960.936196275.037275.03275.0303250.4660.986540.9865460.986546352.521352.51352.5194250.4661.009041.0090431.009043111.132111.13111.1332250.4661.01448

27、1.0144751.014475151.291151.29151.2932250.4661.026291.0262721.026272429.147429.15429.1557250.4661.026241.0262121.026212489.000489.01489.0181250.4661.004921.0048731.004873533.622533.65533.6517250.4660.956680.9566130.956613527.549527.58527.589250.4660.877620.8775410.877541450.951450.99450.9968250.4660.

28、734430.7343320.734332335.897335.94335.9459250.4663822.443822.63822.6121.933091.93311.933179用迭代法試算假定計算結(jié)果fs 與假定接近，故得土坡的穩(wěn)定安全系數(shù)fs1=1.843。一、 在滑動圓弧圓心輔助線上取同一圓心點o2，作半徑為r2=30.86m的圓弧滑動面，按斷面形式將滑動面分為10條，如圖2-4驗算其穩(wěn)定性，計算結(jié)果見表2-2。圖2-4 圓心為o2的滑動面示意圖表2-2 土坡穩(wěn)定性計算表土條號li面積wisincoswi*sinwi*tanci*li*cos14.076.322138.96-0.19

29、0.981784-26.402464.7553679.9172224.0117.4313.2-0.050.998749-15.66145.951280.0996934.0126.44475.920.070.99754733.3144221.778780.0032741.078.24148.250.160.98711723.7269.084521.124351.5311.76211.680.190.98178440.219298.6428830.0425964.1833.8608.40.290.957027176.436283.514480.0074374.438.64695.520.420.9

30、07524292.1184324.112379.8621284.7740.44727.920.540.841665393.0768339.210780.2948495.4333.72606.960.670.742361406.6632282.843480.62042108.0216.81302.550.810.58643245.0655140.988394.063351568.551mi(=cos+sin*tan/k)(wi*tan+c*li*cos)/mirtank1=1k2=1.634k3=1.744k=1k2=1.634k3=1.74430.860.8932440.9275980.931

31、016161.963155.96155.3922250.4660.9754490.984490.985389231.740229.61229.4027250.4661.0301671.017511.016251292.944296.58296.9561250.4661.0616771.0327471.02986984.968287.348387.59248250.4661.0703241.035971.032552120.230124.217124.6285250.4661.0921671.0397321.034515332.844349.630351.3934250.4661.1032441

32、.0273041.019749366.169393.237396.1509250.4661.0933050.9956670.985954383.704421.331425.4819250.4661.0545810.9334380.921386344.652389.381394.4749250.4660.963890.8174340.802863243.857287.548292.7667250.4662563.072734.862754.241.634041.743551.755913mi(=cos+sin*tan/k)(wi*tan+c*li*cos)/mirtank1=1.756k2=1.

33、757k3=1.757k=1.756k2=1.757k3=1.75730.860.9313630.9313910.931391155.3343155.3295155.3295250.4660.985480.9854880.985488229.3814229.3797229.3797250.4661.0161231.0161131.016113296.9935296.9966296.9966250.4661.0295771.0295531.02955387.6173387.6193987.61939250.4661.0322061.0321771.032177124.6704124.673912

34、4.6739250.4661.0339861.0339421.033942351.5734351.5883351.5883250.4661.0189821.0189191.018919396.4491396.4737396.4737250.4660.9849680.9848860.984886425.9078425.9431425.9431250.4660.9201630.9200620.920062394.9994395.0428395.0428250.4660.8013840.8012620.801262293.307293.3518293.3518250.4662756.2342756.

35、3992756.3991.7571841.757291.75729用迭代法試算假定計算結(jié)果fs 與假定接近，故得土坡的穩(wěn)定安全系數(shù)fs2=1.757。二、 在滑動圓弧圓心輔助線上取同一圓心點o3，作半徑為r3=29.04m 的圓弧滑動面，按斷面形式將滑動面分為13個土條，如圖2-5計算其穩(wěn)定性，計算結(jié)果如下表：圖2-5 圓心為o3的滑動面示意圖 表2-3 土坡穩(wěn)定性計算表土條號li面積wisincoswi*sinwi*tanci*li*cos14.428.48172.14-0.420.90752-72.298880.21724100.281424.1423.6479.08-0.280.96-1

36、34.142223.251399.3634.0436.12733.24-0.140.99015-102.654341.6898100.005341.0711.48233.07-0.050.99874-11.6535108.610626.7165451.516.65338-0.020.9998-6.76157.50837.492561.4116.52335.280.040.999213.4112156.240530.9951774.0652.561066.970.140.99015149.3758497.20888.4403384.1559.691211.670.280.96339.267656

37、4.638287.64894.3764.441308.130.410.91208536.3333609.588687.6879104.7857.761172.530.5450.83843639.0289546.39988.16993115.545.52924.060.680.73321628.3608430.61288.71867127.327548.10.820.57236449.442255.414691.92158133.732.4750.040.920.3919146.036823.3186432.160822473.748mi(=cos+sin*tan/k)(wi*tan+c*li*

38、cos)/mirtank1=1k2=1.966k3=2.083k=1k2=1.966k3=2.0830.7118040.807970.813563253.579223.3972221.861829.04250.4660.829520.893630.89736388.913361.0114359.5117250.4660.9249120.956960.958831477.553461.5572460.6599250.4660.9754490.986890.987563138.733137.1238137.0314250.4660.990480.995050.995326196.874195.96

39、87195.9163250.4661.017841.008681.008148183.954185.6243185.7223250.4661.0553921.023331.021472554.911572.2935573.3378250.4661.090481.026361.02264598.164635.5284637.8451250.4661.1031461.009261.003809632.080690.8737694.6306250.4661.0924060.967610.960361580.8911655.8058660.7607250.4661.0500920.894390.885

40、339494.557580.652586.5897250.4660.9544840.766720.75581363.899453.0111459.5546250.4660.8206380.609980.59773767.605290.952192.81586250.4664864.115152.8475173.4221.966292.0830122.091329mi(=cos+sin*tan/k)(wi*tan+c*li*cos)/mirtank1=2.091k2=2.092k3=2.092k=2.091k2=2.092k3=2.0920.8139230.813960.813968221.76

41、38221.7516221.751629.04250.4660.8975990.897620.897629359.4157359.4038359.4038250.4660.9589510.95890.958966460.6024460.5952460.5952250.4660.9876060.98760.987612137.0254137.0247137.0247250.4660.9953430.995340.995345195.9129195.9125195.9125250.4661.0081141.008111.00811185.7286185.7294185.7294250.4661.0

42、213521.021331.021337573.4051573.4134573.4134250.4661.0224011.022371.022371637.9947638.0133638.0133250.4661.0034581.003411.003414694.8736694.9038694.9038250.4660.9598950.959830.959837661.0818661.1218661.1218250.4660.8847570.884680.884684586.9756587.0236587.0236250.4660.7551090.755020.755021459.981746

43、0.035460.035250.4660.5969490.596850.59685192.9382992.9535592.95355250.4665174.7615174.9285174.9282.0918712.0919382.091938用迭代法試算假定計算結(jié)果fs 與假定接近，故得土坡的穩(wěn)定安全系數(shù)fs3=2.092（4）確定第四個過坡腳滑動面，在輔助線上做圓4，半徑r=28.97m，將結(jié)果列入表中，驗算其穩(wěn)定性：圖2-6 圓心為o4的滑動面示意圖表2-4 土坡穩(wěn)定性計算表土條號li面積wisincoswi*sinwi*tanci*li*cos14.428.88180.26-0.440.

44、897998-79.314484.0011699.2287524.1424.6499.38-0.310.950737-154.808232.711198.4012334.0437.64764.09-0.170.985444-129.895356.065999.5298541.0711.84240.36-0.090.995942-21.6324112.007826.6414451.517.34352-0.040.9992-14.08164.03237.4699961.4151.241040.170.050.99874952.0085484.719230.981274.0660.121220.440.190.981784231.8836568.72587.69